^—BurQa,u. of .^t'^,n.r]arcL3

. . . .
The program of research on building materials and structures undertaken by the

National Bureau of Standards is planned with the assistance of the following advisory

committee designated by the Subcommittee on Design and Construction of the Central

Housing Committee.

TECHNICAL RESEARCH GROUP

Walter Junge, Federal Housing Administration, Chairman

A. C. Shire, United States Housing Authority, Vice Chairman

A. G. Bear, Charles E, Mayette,

Veterans' Administration. United States Housing Authority.

Pierre Blouke, Vincent B. Phelan,

Home Owners' Loan Corporation. National Bureau of Standards.

C. W. Chamberlain, E. A. Poynton,

Procurement Division. Bureau of Indian Affairs. Jos. M. DallaValle, John H. Schaefer,

Public Health Service. Procurement Division.

Hugh L. Dryden, - George W. Trayer,

National Bureau of Standards. United States Forest Service.

G. E. Knox, Elsmere J. Walters,

Bureau of Yards and Docks, Navy Quartermaster Corps, War DepartDepartment. ment.

Sterling R. March, Secretary.

The program is administered and coordinated by the following staff committee of

the Bureau:

Hugh L. Dryden, Chairman

P. H. Bates W. E. Emley A. S. McAllister

H. C. Dickinson G. E. F. Lundell H. S. Rawdon

The Forest Products Laboratory of the United States Department of Agriculture

is cooperating with the National Bureau of Standards in studies of wood constructions.

How To Purchase

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UNITED STATES DEPARTMENT OF COMMERCE Daniel C. Roper, Secretary

NATIONAL B U R E A U OF STANDARDS • Lyman J

. Briggs, Director

BUILDING MATERIALS

and STRUCTURES

REPORT BMSIO

Structural Properties of One of the

"Keystone Beam Steel Floor" Constructions

Sponsored by the H. H. Robertson Company

by HERBERT L. WHITTEMORK, AMBROSK H. STANG,

and CYRUS c. fish burn

ISSUED DECEMBER 29, 19 3 8

The National Bureau of Standards is a fact-finding organization;

it does not "approve" any particular material or method of construction. The technical findings in this series of reports are to be construed accordingly.

UNITED STATES GOVERNMENT PRINTING OFFICE • WASHINGTON • 193 9

FOR SALE BY THE SUPERINTENDENT OF DOCUMENTS, WASHINGTON, D. C. • PRICE 10 CENTS
Foreword

This report is one of a series issued by the National Bureau of Standards on tlie structural properties of constructions intended for low-cost houses and apartments. Practically all of these constructions were sponsored by groups witliin the building industry

which advocate and promote the use of such constructions and which have built and submitted representative specimens as outlined in report BMS2, Methods of Determining

the Structural Properties of Low-Cost House Constructions. The sponsor is responsible

for the representative character of the specimens and for the detailed description given

in each report. The Bureau is responsible for the accuracy of the test data.

This report covers only the load-deformation relations and strength of the structural

element submitted when subjected to transverse, impact, and concentrated loads by

standardized methods simulating the loads to which the element would be subjected in

actual service. It may be feasible to determine later the heat transmission at ordinary

temperatures and the fire resistance of this same construction and perhaps other properties.

The National Bureau of Standards does not "approve" a construction, nor does it express an opinion as to the merits of a construction for reasons given in reports BMSl

and BMS2. The technical facts on this and other constructions provide the basic data

from which architects and engineers can determine whether a construction meets desired

performance requirements.

Lyman J. Briggs, Director.
Structural Properties of One of the "Keystone Beam Steel Floor"

Constructions Sponsored by the H. H. Robertson Company

by HERBERT L . WHITTEMORE, AMBROSE H. STANC, illld CYRUS C. FISHHURN

CONl^ENTS

Page Foreword II

I. Introduction 1 II. Sponsor and product 2

III. Specimens and tests 2 IV. Floor AG 2

1 . Sponsor's statement 2

(a) Materials 2

IV. Floor ^G—Continued.

1. Sponsor's statement—Con. Page

(b) Description 4

(c) Comments 4

2. Transverse load 6

3. Impact load 7

4. Concentrated load 7

V. Selected references 8

ABSTRACT

For the program on the determination of the structural properties of low-cost house constructions, the

H. H. Robertson Co. submitted six specimens repre- senting one of their cellular sheet-steel floor constructions. The specimens were fabricated with "FKX

18-18" panels covered by a concrete fill and a "Hubbellite" composition finish floor. The specimens were subjected to transverse, impact,

and concentrated loads. For each of these loads three

like specimens were tested, the concentrated-load tests being made on undamaged portions of the specimens

used for the impact tests. The deformation luider load and the set after the load was removed were measured for uniform increments of load, except for concentrated loads, for which the set only was deter- mined. The strength under transverse load was also determined. The results are presented graphically

and in a table.

I. INTRODirC^TION

In Order to provide technical facts on the

performance of constructions which might be

used in low-cost houses, to discover promisingconstructions, and ultimately to determine the

properties necessary for acceptable performance,

the National Bureau of Standards has invited

the building industry to cooperate in a program

of research on building materials and structures

for use in low-cost houses and apartments.

The objectives of this program are describetl in report BMSl, Research on Building Materials

and Structures for Use in Low-Cost Housing,'

and that part of the program relating to structural properties in report BMS2, Methods of

Determining the Structural Properties of LowCost House Constructions.

Conventional wood-frame constructions, in- cluding those for floors, have been subjected

by the Forest Products Laboratory of the

United States Department of Agriculture to a

series of standardized laboratory tests to provide data on the properties of some constructions for which the behavior in service is generally known. These data will be given in a subsequent report in this series. This report describes the structural properties

of a floor construction sponsored by one of the

manufacturers in the building industry. The

specimens were subjected to transverse, impact,

and concentrated loads, simulating loads to which the floor of a house is subjected. In

actual service, transverse loads are applied to

floors by furniture and by the occupants;

impact loads by objects falling on the floor or by persons jiunping on the flooi'; and concentrated loads by furniture, for example, the

legs of a piano.

The deflection and set under each increment

of load were determined except for concentrated loads. For some of the newer cou1 Price 10 cents. See cover page II. Price 10 cents.

101031°—39 1]
structions, the deflection and set are important

when judging whether the construction will be

satisfactory in a house under service conditions.

The strength under transverse load was also

determined.

II. SPONSOR AND PRODUCT

The Specimens were submitted by the H. H.

Robertson Co., Pittsburgh, Pa., and repre- sented one of their floor constructions marketed

under the trade name "Robertson Keystone

Beam Steel Floor." The floor consisted of cellular sheet-steel panels, which were the

principal structural members. The upper face was covered by a concrete fill and a finish floor of magnesium oxychloride-cement composition.

The lower face was covered with oil paint.

III. SPECIMENS AND TESTS

The Floor construction was assigned the

symbol AG and the specimens were assigned

designations in accordance with table 1. Table 1.

Specimen designations;

Specimen designation Load Load applied

Tl, T2. T3 Transverse Upper face. 11.12. IS Impact. ... -- Do.

PI, P%, PS " Concentrated - Do.

a These specimens were undamaged portions of the siiecimens used for the impact tests. The specimens were tested in accordance

with BMS2, Methods of Determining the

Structural Properties of Low-Cost House

Constructions,^ which also gives the requirements for the specimens and for determining

the price.

The specimens were tested on January 12 and 13, 1938, when the age of the concrete fill was 42 days and of the finish floor about 22

days. The sponsor's representative witnessed

the tests. IV. FLOOR AG

1. Sponsor's Statement

(a) Materials

Steel.—Hot-rolled black sheets. The chemical composition of the steel is given in table 2

and the specified mechanical properties in table 3. Carnegie-Illinois Steel Co.

3 Price 10 ce:.ls.

T.\BLE 2.

Chemical composition of the steel

Element, Content

Carbon _ _ . _ Percent

0.075

.31 .012

.034

Manganese

Phosphorous.. . .. _ , Sulfur .

Table 3.

Specified mechanical properties of the steel

Yield point Tensile strength Elongation in 2 in.

Minimum Maximum Minimum Maximum Minimum Maximrun

lb/in.lb/ in J lb/in J lb/in J Percent Percent

35, 000 50, 000 45, 000 25 35

Welds.—Spot welds, %-in. diam, automatic.

Before making welds in production the welding

machine was adjusted and specimen welds

tested by wedging the sheets apart with a cold

chisel. The adjustment was satisfactory when

not less than 90 percent of the specimens failed

by the weld pulling out of the thinner sheet. Specimens were tested also at intervals after

welding not more than 500 floor panels.

Arc welds, manual.

Enamel.—The coating liquid was specified to contain not more than 7 percent of mineral

pigment ground in not less than 93 percent

of water-resisting spar varnish, and sufficient volatile thinner so that the steel, when removed

from the dipping bath, would be coated uni-. formly without wrinkles, "livered" spots, beads,

or "icicles." The pigment was specified to be

carbon black, obtained wholly from the in- complete combustion of artificial gas, and containing not more than 3 percent of ash. The

thinner was specified to be turpentine, aliphatic

hydrocarbon, aromatic hydrocarbon, or a mixture of these. The floor panels were coated by dipping, then

baking at 275° to 300° for 30 to 40 min.

The enamel finish, when applied to a piece of taggers metal (tin plate. No. 36 U. S. Sta,ndard

Gage or lighter) and properly baked, was specified to pass the foUowing tests after aging 7 days: (a) Cold-bending around a }8-in. diam

mandrel at 65° F, without separating from the

metal or cracking; (b) when struck with a hammer the enamel shall not chip or crack from the

[2]
metal; (c) when scraped with a pointed instrument the enamel shall not powder or flake; and (d) when painted over with a light-colored

paint, the enamel shall not bleed through.

H. H. Kobertson Company's "No. 345 Floor

Enamel" prepared by the M. B. Suydam Co.

Concrete.—Truck-mixed, containing 1 part of

Portland cement, 3.6 parts of sand, and 5.5 parts of gravel (maximum size in.) by weiglit.

The concrete was delivered in two loads. Load 1 was 2 yd^ and load 2 was !){ yd^.

The following properties of the concrete were

determined by the Masonry Construction Section of the National Bureau of Standards. For

each load the slump was determined and three

6- by 12-in. cylinders were made. The cylinders were stored in air near the floor specimens.

The compressive strength of the cylinders was

determined on the day the floor specimens

were tested, at an age of 42 days. The physical

properties of the concrete are given in table 4.

Table 4.Physical properties of the concrete

Load number Slump Compressive

strength

I in. H

lb/in.

2

2,820

2 1, 750

H. H. Robertson Company's Fellowship at the

Mellon Institute of Industrial Research.

There were two layers designated base and

top coats. The base coat, used to level up the

fill, was not pigmented and contained fibrous

aggregate. The top coat was pigmented red

for some of the specimens and green for the

others and contained a dense grading of hard

aggregate designed to finish well niider the

trowel. The red top coat contained 2 percent

of iron oxide and the green top coat contained

1 /2 percent of chromium oxide.

The following properties of the "Hubbellite" were determined by the Masoniy Construction

Section of the National Bureau of Standards.

Three 2-in. cubes and three briquettes were made for the base coat and for each of the red

and green top coats. They were stored in air near the floor specimens. The compressive

strength of the cubes and the tensile strength

of the briquettes were determined on the day

the floor specimens were tested, at an age of

23 days for the base coat and 22 days for the

top coats. The physical properties of the

"Hubbellite" are given in table 5. Table 5.

Physical properties of the "Hubbellite"

' 'Hubbellite .

' —M a g n e s i u m ox ychloride-cement composition containing finely divided

copper. This is a recent development by the

Coat Compressive

strength

Tensile strength

Base. . . .

lb/ in J

4, 890

8. 2'-;o

Ib/in.i 660

1, 120

1, 060 Top, red. ... Top, green . _ ... ___ 7, 700

]''iGLiKE 1.

Floor specimen AG.

A panel; B, end member; C, fill; D,

finish floor.

[3]
Oil i)aint.—A commercial oil paint.

(6) Description

The floor specimens were 12 ft 6 in. long, 4

ft 0 in. wide, and 7 in. thick. Each specimen

consisted of two standard sheet-steel floor panels, A, as shown in figure 1, enclosed at the ends by sheet-steel end members, B, and a

concrete fill, C\ over which was a "Hubbellite"

composition finish floor, D. The lower faces

of the specimens were covered with oil paint.

The price of this construction was $0.59/ft-.

Panels.—The two panels. A, were standard

''FKX 18-18" floor panels, 2 ft 0 in. wide and

4% in. thick. Each panel consisted of a sheetsteel face, as shown in figure 2, and two sheetsteel formed sections fastened to the face by

spot welds, spaced approximately 2 in. on

centers in double rows. The face and the

formed sections were sheet-steel. No. 18

United States Standard Gage (0.049 in. thick).

The face had a male lip along one edge and a female lip along the other edge. The lips on

adjacent panels interlocked. The panels and

also the end members, were completely coated on both inside and outside with baked-on

enamel.

End member's.—The end members, B, were

channels, by 2^%2 in., 4 ft 0 in. long,

formed from sheet-steel, No. 12 United States

Standard Gage (0.1072 in. thick). The webs

of the end members were in contact with the

ends of the panels and the flanges were fastened

to the panels by arc welds.

Fill.—The fill, C, was concrete screeded to 1% in. above the panels. Load 1 of concrete was used for specimens T2, T3, and most of 12

and IS. Load 2 was used for the remainder

of 12 and 13 and for all of specimens II and

Tl.

Finish floor.—The finish floor, D, was "Hubbellite" composition and consisted of a base

coat and a pigmented top coat. Each coat was about % in. thick. The top coats of speci- mens II, IS, Tl, and about three-fourths of the length of T3 were red. The top coats of

specunens 12 and T2 and the remainder of TS

were green.

(c) Comments

The "Keystone Beam" steel floors have been

used in approximately 900 buildings up to June 1, 1938. About 70 of these buildings were

dwellings.

Figure 2.

Floor paiul

A and end memher B.

[4]
The standard panels are 2 ft 0 in. wide and

up to 24 ft long. The panels recommended for low-cost houses and apartments are types

"FK'\ "FKX", "UK", and "UKX", formed

from either No. 18 or No. 16 United States

Standard Gage steel. The "FK" panels are the same as the "FKX" panels described in this

report but are used with the flat surface up. The "UK" and "UKX" panels, which are alike

but used with opposite surfaces up, have four

cells, each V/i in. deep and 4 in. wide.

The floor panels are designed to be framed

mto conventional steel and masonry buildings

without the use of temporary supports during

erection. The panels may extend from wall to wall if the span does not exceed 20 ft for types

"FK" and "FKX", and 10 ft for types "UK"

and "UKX"; or, they may extend from the

wall to an intermediate beam, with the same

limitation of span.

The panels are connected laterally by the in- terlocking metal lips. The ends are enclosed by

a continuous channel when the bearing is on an

outside masonry wall. Wlien the bearing is on

an inside masonry wall, a flat bearing plate is used on top of the wall and the panels are aligned

end to end. Similarly, when the bearing is on

an intermediate beam, the flange of the beam

provides a level bearing. The panels are fastened

to the steel framework by arc welds or by

hardened self-tapping drive screws. The panels

are fastened to masonry wafls by building the

end members into the masonry or by fastenhig

the panels to a plate or a shelf angle, which in turn is anchored to the masonry by hook bolts

or wall anchors.

The concrete fill is poured directly on the

steel without the use of forms. The finish floor

Figure 3.

Floor specimen

AG-Tl under iranftverse load.

jnay l)0 repressed brick, mastic tile, martonitc,

wood parquetry, rubber tile, "II ubhcllito,"

etc.; or, the concrete fill may be used without

covering.

The lower faces of the panels usually lorni

the ceiling of the room below and may be

finished by any of the following methods after

first cleaning to remove all oil, grease, and dirt: The first method is to apply any good oil paint to hide the black baked-on enamel.

The panel joints may be pointed with putty

before the paint is applied.

The second method is a more elaborate treat- ment using paint. Any areas where the baked- on enamel has been scarred or abraded are spot-primed and sanded, the panel joints and

the spot welds are pointed with putty and

sanded after drying, if necessary, then a coat

of white or colored semigioss enamel is applied.

Over the coat of semigioss enamel any of the

following decorative paints may be applied:

(a) plastic paint, (b) stipple paint, (c) flat paint, (d) semigioss paint, (e) undercoater and

enamel, or (f) quick-drying enamel.

The third method, for flat ceilings, is to apply

plaster about K in- thick, in two coats. The

materials recommended for the base coat, in

the order of preference, are (a) gypsum neat

plaster (fibered) and vermiculite; (b) gypsum

neat plaster (fibered), vermiculite, and sand;

(c) gypsum neat plaster (fibered) and sand;

and (d) wood-fibered gypsum plaster with no

other aggregate. The base coat should be

from %6 to ){ in. thick and worked into the

panel joints, then screeded lightly to level, and

broomed. Special precautions should be taken

to keep the evaporation of water from the base

coat at a mininuun while setting. After set-

[5]
2. Transverse Load

600

0 0.1 0.2 0.3

deflection ih. Figure 4.—Transverse load on floor AG.

Load-deflection and load -set results for specimens AG-Tl, Ti, and TSoa the span 12 ft 0 in.'

ting, it should be dried quickly. Any desired

skim or finish coat may be applied over the

base coat.

Because of delay in applying the finish floor to the specimens they could not be tested 28

days after they were built. As a concession to the sponsor they were tested at an age of 42

days.

Floor specimen AG-Tl under transverse load

is shown in figure 3. The results for floor specimens AG-Tl, T2, and T3 are shown in

table 6 and in figure 4.

Table 6.Structural properties of floor AG

[Weigtit, 55.6 lb/ft-']

I>oad Load applied

Speci- men

desig- nation

Ma.xi- mum

height

of drop

Maxi- mum

load

Transverse . Upper face; span, 12 ft 0 in.

( Tl

\ T2

[ T3

n Ibip

577 546

541 Average 555

Impact. _ Upper face; span, 12 ft 0 in.

\ 12

\ IS

"lO. 0 "10.0

-10.0

Average "10.0

Concentrated

Average

Upper face - . . . \ P2

I PS

lb "1,000

"1,000

"1, 000

"1, 000

""Specimen did not fail.
concrete fill. For specimen J'S, the concrete

fill cracked at midspan and the flange of one of

the end members pulled out of the concrete fill.

D 02 0.4 0.6

defiedIon in. Figure 6.

Impact load on floor AG.

Height of drop-deflection and heigtit of drop-set results for specimens AG-Il, 12, and IS on the span 12 ft 0 in.

At loads of 466, 379, and 463 Ib/ft^, respectively, for specimens Tl, T2, and T3, the load

decreased suddenly during the application of an increment of load, although the platen of the

testing machine continued to move at a uniform rate. At the instant the load started to decrease a sound indicated that the bond between the concrete fill and the panels had ruptured. There was no visible failure at these

loads for specimens Tl and T2, and for specimen T3 only a horizontal crack on one edge

between the loading rollers was noted. After

the deflection and set readings for these loads were taken, the load was again increased and

the maximum load and the failure determined.

Specimen Tl failed by cracking of the concrete fill and separating of the bottom of the

concrete from the steel at the edges of the

specimen. The finish floor cracked in two

places near midspan. For specimen T2, the

flange of one of the end members pulled out of the concrete fill, the bottom of the concrete separated from the steel at the edges of the

specimen, and the concrete fill cracked near

midspan. The finish floor sheared from the

3. Impact Load

Floor specimen AG-I2, during the impact

test, is shown in figure 5. The results for floor specimens AG-Il, 12, and 13 are shown in table

6 and in figure 6. The sets after a drop of 10 ft were 0.002,

0.004, and 0.001 in. for specimens II, 12, and

13, respectively, and no other efl'ect was

observed.

4. Concentrated Load

Floor specimen AG-PI, under concentrated

load, is shown in figure 7. The results for floor specimens AG-PI, P2, and P3 are shown in table 6 and in figure 8. There was no measiu-able indentation for any

of the specimens after a load of 1,000 lb had

been applied.

The sponsor supplied the information contained in the sponsor's statement. The description and drawings of the specimens were

prepared by E. J. Schell and G. W. Shaw of

Figure 7.Floor specimen AG-PI under concentrated load.

[71
1000^

dOOk

>3\400\

0

w

•

)i

•

•

•

•

•

AG 0 0.06

in. 002 0.04indenfafion

Figure 8.

Concentrated load on floor AG.

Load-indentation results for specimens AG-Pl, P-2, and PS.

the Bureau's Building Practice and Specifications Section, under the supervision of V. B. Phelan, from tliis information and from the

specimens tliemselves. Tliat Section also co- operated in the preparation of the report.

The experimental data were obtained from

tests made by the Engineering Mechanics Section, under the supervision of H. L. Whitte- more and A. H. Stang, and the Masonry Construction Section, under the supervision of D.

E. Parsons, with the assistance of the following

members of the professional staff: C. C. Fishburn, F. Cardile, K. C. Carter, H. DoUar, M.

Dubin, A. H. Easton, A. S. Endler, C. D.

Johnson, A. J. Sussman, and L. R. Sweetman.

V. SELECTED REFERENCES

Am. Builder and Building Age 53, No. 4, 3.5 (1932);

57, No. 4, 88 (1935). Archt. Record 71, No. 6, 413 (1932); 78, No. 2, 120

(1935). Ind. Eng. Clieni. 29, 123 (1937). BS J. Research 9, 131 (1932) RP4fi3.

Washington, August 12, 1938.

O

[8]
The National Bureau of Standards was established by act of Congress, approved

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